appendix c lowering of material into trench ..... 26 4.11 installation of pipe..... 27 4.12...

RULES AND REGULATIONS FOR

WATER AND WASTEWATER SERVICE

APPENDIX C

STANDARD SPECIFICATIONS FOR WATER MAINS

Last Approved Revision: March 9, 2018

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TABLE OF CONTENTS

SECTION I – GENERAL ................................................................................................................5

1.1 Authority ........................................................................................................................................... 5

1.2 Effective Date of Specifications ....................................................................................................... 5

1.3 Revisions, Amendments, or Additions ............................................................................................. 5

1.4 Definitions ........................................................................................................................................ 5

1.5 Development Approval and Infrastructure Acceptance ................................................................... 5

1.6 Variance ........................................................................................................................................... 5

SECTION II – DISTRIBUTION SYSTEM DESIGN AND LAYOUT .................................................7

2.1 General Requirements ..................................................................................................................... 7

2.2 Corrosion ......................................................................................................................................... 7

2.3 Sizing Distribution Mains ................................................................................................................. 7

2.4 Fire Protection .................................................................................................................................. 7

2.5 Distribution Regulating Requirements ............................................................................................. 8

2.6 Layout of the Distribution System .................................................................................................... 8

2.7 Operating Pressures ...................................................................................................................... 11

2.8 Protection of Potable Water Supplies ............................................................................................ 11

SECTION III – MATERIAL SPECIFICATIONS ............................................................................ 12

3.1 General Requirements ................................................................................................................... 12

3.2 Pipe and Fittings ............................................................................................................................ 12

3.3 Valves ............................................................................................................................................ 15

3.4 Fire Hydrants ................................................................................................................................. 17

3.5 Marking Tape ................................................................................................................................. 18

3.6 Thrust Blocks and Anchors ............................................................................................................ 18

3.7 Precast Concrete Manholes and Vaults ........................................................................................ 19

3.8 Casing Materials and Spacers ....................................................................................................... 21

3.9 Tracer Wire and Joint Bonding ...................................................................................................... 22

3.10 Automated Flushing Stations ......................................................................................................... 22

SECTION IV – PIPE INSTALLATION AND INSPECTION........................................................... 24

4.1 Safety ............................................................................................................................................. 24

4.2 Handling of Materials ..................................................................................................................... 24

4.3 Inspection ....................................................................................................................................... 24

4.4 Inspection and Preparation of Pipe and Fittings ............................................................................ 25

4.5 Cutting and Fitting of Pipe ............................................................................................................. 25

4.6 Pipe Joints ..................................................................................................................................... 26

4.7 Pipe Alignment and Grade ............................................................................................................. 26

4.8 Temporary Plugs............................................................................................................................ 26

4.9 Frost ............................................................................................................................................... 26

4.10 Lowering of Material into Trench ................................................................................................... 26

4.11 Installation of Pipe.......................................................................................................................... 27

4.12 Installation of Valves ...................................................................................................................... 29

4.13 Fire Hydrants ................................................................................................................................. 29

4.14 Thrust Blocks and Anchors ............................................................................................................ 31

4.15 Air Vac Vaults ................................................................................................................................ 32

4.16 Tie in to the District System ........................................................................................................... 32

SECTION V – Testing and Acceptance ..................................................................................... 35

5.1 General Requirements ................................................................................................................... 35

5.2 Disinfection .................................................................................................................................... 35

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5.3 Hydrostatic Pressure Testing ......................................................................................................... 37

5.4 Acceptance and Release for Taps ................................................................................................. 38

SECTION VI – STANDARD FORMS and Details ....................................................................... 39

Form 6.1: Pre-Construction Checklist for Water Mainline Installations ..................................................... 40

FORM 6.2: WATER SYSTEM ACCEPTANCE PROCEDURE ................................................................................. 43

FORM 6.3: BILL OF SALE – WATER MAIN ....................................................................................................... 44

FORM 6.4: WATER EASEMENT – EAGLE RIVER WATER & SANITATION DISTRICT ............................................. 46

FORM 6.5: WATER EASEMENT – UPPER EAGLE REGIONAL WATER AUTHORITY ............................................... 48

FORM 6.6: LENDER’S CONSENT .................................................................................................................... 50

C-01: COMBINATION AIR VALVE/VACUUM VALVE + MANHOLE ........................................................................ 51

C-02: COMBINATION AIR VALVE/VACUUM VALVE + MANHOLE (HIGH GROUNDWATER) ..................................... 52

C-03: CONCRETE THRUST BLOCKS .............................................................................................................. 53

C-04: PARALLEL BENDS ............................................................................................................................... 54

C-05: VERTICAL THRUST BLOCK................................................................................................................... 55

C-06: TEE DETAIL ........................................................................................................................................ 56

C-07: 90° CROSS DETAIL ............................................................................................................................. 57

C-08: FIRE HYDRANT ASSEMBLY .................................................................................................................. 58

C-09: GATE VALVE AND BOX ASSEMBLY ....................................................................................................... 59

C-10 ANCHOR BLOCK CUTOFF COLLAR ........................................................................................................ 60

C-11: GROUNDWATER BARRIER ................................................................................................................... 61

C-12: WATERLINE CASING DETAIL ................................................................................................................ 62

C-13: POLYETHYLENE WRAP ........................................................................................................................ 63

C-14: MINIMUM COVER AND CULVERT CROSSING INSULATION DETAIL ............................................................ 64

C-15: EASEMENT WIDTH DETAIL .................................................................................................................. 65

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SECTION I – GENERAL

1.1 Authority

The Standard Specifications for Water Mains as set forth herein (“Specifications”) are

promulgated by the following: Arrowhead Metropolitan District, Bachelor Gulch

Metropolitan District, Beaver Creek Metropolitan District, Berry Creek Metropolitan

District, Cordillera Metropolitan District, Eagle River Water & Sanitation District, EagleVail

Metropolitan District, Edwards Metropolitan District, Town of Avon, Traer Creek

Metropolitan District (Village at Avon), and Upper Eagle Regional Water Authority

(“District”). The interpretation and enforcement of said Specifications is hereby delegated

to the Regulations Administrator of the Eagle River Water & Sanitation District.

1.2 Effective Date of Specifications

The Specifications shall become effective immediately upon formal adoption by the

District and shall supersede all former specifications for water main construction. The

most current version of these Specifications is available at www.erwsd.org.

1.3 Revisions, Amendments, or Additions

The Specifications may be revised and/or amended. Such revisions, amendments, and

additions shall be binding and in full force immediately upon formal adoption by the

District.

1.4 Definitions

Please reference the Rules and Regulations for Water and Wastewater Service, Article II.

1.5 Development Approval and Infrastructure Acceptance

Please reference the Rules and Regulations for Water and Wastewater Service, Articles

VIII and IX, respectively.

1.6 Variance

The District recognizes that the strict and literal interpretation of these Rules and

Regulations may not be possible in all cases. Please refer to Article VII for information on

the Variance process.

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SECTION II – DISTRIBUTION SYSTEM DESIGN AND LAYOUT

2.1 General Requirements

The District requires an Overall Utility Site Plan of the project to be submitted indicating all

utilities and their proposed locations for review prior to Construction Plan Approval. All

plans submitted shall include a geotechnical report if requested by the District. The

design and installation of all facilities shall ensure development of an integrated

distribution system.

2.2 Corrosion

Corrosive soils are present in the District’s service area and may lead to the premature

degradation of pipe materials and appurtenances. Please refer to Article IX for corrosive

soils procedure.

2.2.1 Dissimilar Materials Cathodic protection and insulation shall be installed as required by the District.

Particular care shall be taken to insulate between dissimilar materials.

2.2.2 Insulating Joints Whenever it is necessary to join pipe of dissimilar metal, or when designated by

the District, a method of insulating against the passage of electrical current,

approved by the District, shall be provided. Special care shall be exercised during

the installation of these joints to prevent electrical conductivity across the joints.

2.3 Sizing Distribution Mains

All mains shall be sized large enough to provide for domestic, irrigation, and fire

protection flows to the area requesting service without exceeding maximum pipe

velocities of 8 feet per second. The minimum size of all District mains shall be

eight inches (8").

The District reserves the right to request oversized mains to provide service for projected

future needs. The additional cost for the oversizing may be negotiated between the

District and the Applicant and will be reviewed on a case-by-case basis.

2.4 Fire Protection

The Applicant shall coordinate with the District and local fire protection jurisdiction to

determine minimum fire protection flow and shall design line sizes accordingly. The

quantity and location of fire hydrants in a given area must be approved by the appropriate

governmental agency.


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The Applicant shall perform all fire hydrant “flow tests”. Results of “flow tests” shall be

provided to the District and to the local fire authority. All costs associated with the “flow

test” shall be borne by the Applicant. The District shall witness and oversee the “flow

test” in conjunction with other appropriate governmental agencies.

2.5 Distribution Regulating Requirements

Regulating installations are required to control pressure, provide pressure relief, and

separate pump and gravity zones throughout the distribution system. When main

extension plans are submitted for review, the need for regulating installations must be

approved by the District as determined by existing and proposed pressure zones, booster

pump areas and the existing distribution system piping. Regulating installations shall be

categorized as follows:

(a) Pressure Regulating Station

(b) Check Valve Station

(c) Surge Control Station

Location, design, and pressure settings of main line pressure regulating devices will be

determined by the District on a case-by-case basis. All regulating installations are

considered Major Facilities and will be designed and constructed by the District.

2.6 Layout of the Distribution System

2.6.1 Easement Width Requirements for Main Installations All mains shall be installed in dedicated public street right-of-ways or dedicated

water line easements. The standard easement width for all mains shall be a

minimum of 20 feet and depth of cover shall be 7 feet to 9.5 feet. The main shall be

generally centered within the easement. The easement width shall be in

accordance with Standard Detail C-15.

2.6.2 Fire Hydrants Fire hydrant branch lines shall be set at right angles to street mains. The fire

hydrant shall be set at the end of the branch line and shall face the direction as

dictated per local fire authority. No horizontal bends or offsets shall be used in

installing fire hydrant branch lines unless approved by the District. Under no

circumstances shall any size or manner of tap be made on a fire hydrant branch

line between the hydrant and hydrant valve. The maximum length of a 6-inch

hydrant branch line is 50 feet. All fire hydrant valves shall be attached to the tee

off of the main. A fire hydrant shall be installed at the end of all dead end water

mains.


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Fire hydrant depths shall be 7-feet to 9.5-feet. All fire hydrants shall be installed

within dedicated streets, right-of-ways, or easements as herein above defined.

Fire hydrant flange elevations shall be indicated on plans.

Fire hydrants shall be installed at locations approved by the Fire Department, the

District and the appropriate governmental agency.

2.6.3 Line Valves Line valves are required at a minimum of every one thousand (1,000) feet.

Additional valves, subject to District approval, are required to further isolate the

system at all main branches, and at other locations as determined by the District

for operation of the water system. A smaller diameter bypass line and valve may

be required to facilitate large diameter valve opening in high pressure applications,

as determined on a case-by-case basis. The applicant shall identify all locations

on their submittal where line diameters exceed 12” and static pressures exceed

100psi. The District will then determine the appropriate desired solution (valve type

and/or bypass).

2.6.4 Joint Restraint Water mains require the use of joint restraints such as thrust blocks and

mechanical joint restraints. Mechanical joint restraints shall be used in conjunction

with all thrust block installations. Thrust blocks may be eliminated at the District’s

discretion on a case-by-case basis if joint restraints and restrained pipe lengths

have been calculated by a Registered Professional Engineer. When water mains

are installed in a fill condition rather than in undisturbed earth, mechanical joint

restraints shall be required at all pipe connections.

All thrust blocks shall be constructed per the District’s Concrete Thrust Block

details C-03, C-04, and C-05 and Material Specification 3.6. Submitted

construction drawings shall identify all thrust blocks with specific station numbers

(at valves, fire hydrants, bends & where required). All thrust blocks shall be

inspected and approved by the District Inspector prior to backfill.

2.6.5 Groundwater Barriers Groundwater barriers may be required in areas where the groundwater table is

encountered. The contractor shall notify the Engineer and District Inspector

immediately if groundwater is encountered in an excavation.

2.6.6 Depth of Bury

The depth of cover for water lines shall be a minimum of seven feet (7') and a

maximum of nine feet six inches (9'-6") from finish grade to the top of the water

line. Profiles of water lines shall be submitted in accordance with Article IX.


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2.6.7 Location Tape

All lines connected to District mains in any way shall be marked with the

appropriate locating tape per Section 3.5.

2.6.8 Abandonment of Existing Water Mains and Valves

All abandoned water mains shall be appropriately terminated at the main

connection. The Contractor shall maintain the existing waterline until such time as

the new waterline has been pressure tested, chlorinated, bacteria tested and

accepted. Valve stacks on abandoned lines shall be completely removed and

backfilled.

2.6.9 Pipe Deflections/Bends

All plans must indicate deflections, elbows, bends, and the degree of deflection.

Pipe deflections shall not exceed the Manufacturer's maximum recommended

deflection or the values identified in Table C-1, below, whichever is lower. . Joint

restraints shall be used in all change of direction fittings. The use of two 45-degree

elbows is preferable to the use of 90-degree elbows. The use of 90-degree elbows

will be considered on a case-by-case basis.

Normal

Pipe Size (in.)

Deflection

Angle (deg.)

Max. Offset (inches)

Approximate Radius of Curve Produced by

Succession of Joints (feet)

L = 18’ L = 20’ L = 18’ L = 20’

4 5 19 21 205 230

6 5 19 21 205 230

8 5 19 21 205 230

10 5 19 21 205 230

12 5 19 21 205 230

14 3 11 12 340 380

16 3 11 12 340 380

18 3 11 12 340 380

20 3 11 12 340 380

24 3 11 12 340 380

Table C-1 - Maximum Deflection Full Length Pipe - Push-On Joint Pipe

2.6.10 Tees/Crosses All perpendicular main to main connections shall be made by cutting in a tee or

cross. Tees and crosses shall be clearly indicated on the plans, and valves shall

be installed on each leg. Wet taps shall not be permitted for mainline extensions.

Refer to Appendix B for service line connection requirements.


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2.6.11 Pressure Reducing Valve Vaults All pressure reducing valve vaults shall be located out of the roadway, but within

the right-of-way or an adjacent utility easement.

2.6.12 Main Insulation Requirements For every foot of cover that is out of compliance with minimum cover requirements

for mains, the District will require the installation of 1-inch of insulation board per

Section 3.9. In addition to maintaining cover from the ground surface, specified

cover is required from storm sewer crossings and other cold air sources.

2.6.13 Air Vac Vaults

At all high points in the distribution system, a combination air vacuum and air

release valve shall be installed on the main in a minimum five foot (5') diameter

manhole. A high point is considered to be one pipe diameter in grade differential.

2.6.14 Minimum Distance from Structures All main extensions shall be installed at a minimum distance of ten feet (10') from

all structures or at a one foot horizontal to one foot vertical (1:1) ratio from the

bottom of any structural element, whichever is greater. The minimum distance may

be reduced if the footers of the structures are lowered to a depth similar to that of

the water line. Encroachments of structures into easements are discouraged and

shall only be allowed by written authorization from the District.

2.6.15 Encased Piping

If required by the District, CDPHE regulations, or other governing body, water

mains may need to be installed in a casing pipe. Refer to Appendix D, 2.5 for pipe

crossings. Materials and installation of water mains in casing pipes shall be in

conformance with Section 3.8.

2.7 Operating Pressures

Water system materials shall be specified for an operating pressure of 250 psi. The

distribution system shall be designed such that the minimum operating pressure at any

tap shall be 60 psi and the maximum operating pressure shall not exceed 190 psi.

2.8 Protection of Potable Water Supplies

Please refer to Appendix D, Section 2.5 for design criteria relative to water main

installation in proximity to sanitary sewer infrastructure

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SECTION III – MATERIAL SPECIFICATIONS


All materials shall conform to the District's Specifications. Material substitutions may be

considered on a case-by-case basis. Written approval is required prior to furnishing.

Applicant must submit shop drawings and specifications for substituted materials

considered ‘or equal’ for review and approval prior to the preconstruction conference. A

bill of materials shall be furnished to the District Inspector at the preconstruction

conference.

All materials utilized shall be new and undamaged. Everything necessary to complete all

installations shall be in accordance with the Specifications and all installations shall be

completed as fully operable functioning parts of the District's system.

Acceptance of materials, or the waiving of inspection thereof, shall in no way relieve the

Applicant of the responsibility for furnishing materials meeting the requirements of the

Specifications.

3.2 Pipe and Fittings

All pipe and fittings used in the District's System shall meet or exceed the latest AWWA

Specifications and follow the guideline lines set forth below. All pipes shall have factory-

applied end caps during transportation and storage.

3.2.1 Ductile Iron Pipe

AWWA C151, class 52, working pressure 350 psi, with bituminous outside coating

(one-mil thick) and cement-mortar lining per AWWA C104. Pipe joints shall be

push-on type utilizing rubber ring gasket in accordance with AWWA C111. Pipe

shall be supplied with copper bonding straps and mechanical attachment. A

Number 4 conductor and Cad-Welds (charge size CA 45) or the manufacturers'

supplied strap shall be used to bond each joint and fitting. Certain conditions may

require the use of restrained joint systems. Restrained joint systems will be

reviewed on a case-by-case basis and must conform to Section 3.2.6, Joint

Restraint Devices.

3.2.2 Molecularly Oriented Polyvinyl Chloride (PVCO) Pressure Pipe PVCO shall conform to AWWA C909, pressure class 305 psi, and shall be made

from starting stock pipe that equal or exceed cell class 12454 as defined in ASTM

D1784.


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3.2.3 Steel Pipe All steel pipe and fittings shall be fabricated in accordance with AWWA C200

Standard for Steel Water Pipe-eight inches (8") and larger; and AWWA Manual M-

11 Steel Pipe- A Guide for Design & Installation. Working pressure shall be 350

psi.

All material used shall be acceptable under ASTM A283 Standard Specification for

Low and Intermediate Tensile Strength Carbon Steel Plates of Structural Quality,

or ASTM A36 Standard Specifications for Carbon Structural Steel.

For mill-type pipe, all material used shall be acceptable under ASTM A53 Standard

Specification for Pipe, Steel, Black and Hot-Dipped, Zinc-Coated Welded and

Seamless.

All fittings shall be fabricated from tested pipe and dye checked in accordance with

AWWA C208; and conforms to the dimensions of AWWA C208.

All steel pipe and fittings shall be prepared, primed, lined, coated, painted, or

wrapped to protect it from corrosion. Exterior surfaces shall be specified by the

Engineer for site specific conditions and approved by the District. All coatings shall

be per AWWA standards. Interior Surfaces shall be Cement-mortar lined

conforming to AWWA C205. An appropriate cathodic protection system shall be

designed by a qualified corrosion engineer.

3.2.4 HDPE Pipe With recommendation from the engineer, and approval by the District, this pipe

may be used as an alternative in those applications where corrosive soils are

determined to be found. HDPE shall conform to AWWA C906 and shall be

polyethylene material PE4710 DR-7 (ASTM F714) that conforms to ASTM D3350

with the cell classification of 445574C/E.

All HDPE fittings shall meet ASTM D2513, D2683, D3261 and conform to AWWA

C906 and ANSI/NSF 61 potable water requirements.

3.2.5 Fittings for Ductile Iron Pipe

Compact fittings shall be made of ductile iron and in accordance with the requirements of AWWA C153, pressure rating 350 psi. Mechanical joints shall conform to AWWA C111. Bolts and nuts shall be low-alloy steel Star Blue Bolts with fluoropolymer coating. All exterior valve body bolting shall be type 304 or 316 stainless steel and shall be provided with hexagonal heads, with dimensions conforming to ANSI B18.2.1. Metric size and/or socket head cap screws or bolts, are not allowed. Flanges shall be machined to a flat surface with a serrated finish in accordance with AWWA C207. All fittings shall be cement-mortar lined, AWWA


Page | 14

C104. Bituminous outside coating shall be a minimum of one-mil thick in accordance with AWWA C151.Fittings must meet or exceed pipe classification.

3.2.6 Fittings for PVC Pipe

Compact fittings shall be RCT Flex Tite Fittings or approved equal made of Ductile Iron in accordance with ASTM A536 and AWWA C153, pressure rated to 350 psi. Mechanical joints shall conform to AWWA C111. Bolts shall be type 304 or 316 stainless steel. All fittings shall be Fusion Bonded Epoxy coated both internally and externally, per NSF 61.

3.2.7 Joint Restraint Devices

For DIP: Joint restraint devices shall be constructed of ASTM A536, 65-45-12

Ductile Iron. Twist-off nuts, sized the same as the tee-head bolts, shall be used to

ensure proper actuating of restraining devices. Mechanical Joint restraint devices

shall be EBAA Iron, Inc., Megalug Series 1100 or Uni-Flange Corp.(Ford) UFR

1400 Series for new pipe restraint and EBAA Iron Sales, Megalug Series 1100SD

or 1100HD or Uni-Flange UFR1300-C or UFR1390-C for existing pipe restraint, or

accepted equal. Field locked gaskets are allowed with prior approval from the

District. Bell-Spigot Restraint devices shall be Star Pipe Products StarGrip 3100P

Series; U.S. Pipe and Foundry Company Field Lok Gasket; EBAA Iron, Inc.,

Megalug Series 1700 or accepted equal.

For PVC: Joint restraint devices shall have a minimum rating of 305 PSI, be fusion

bonded epoxy coated, and conform to ASTM A536.

3.2.8 Solid Sleeves

Solid sleeves shall be made of ductile iron, mechanical joint, long body. Sleeves

shall have a minimum pressure rating of 350 psi. A solid sleeve is to be used to

join two pieces of pipe of the same diameter where no bell and spigot are present.

A "wedding band" is to be inserted between the two pipes inside of the solid

sleeve. No other couplings will be accepted.

3.2.9 Tapping Sleeves

Tapping sleeves and wet taps are not permitted for mainline extensions. Tapping

sleeves and wet taps are permitted for service line connections per Appendix B,

Section 3.8. Tapping sleeves are not allowed on fire hydrant laterals.

3.2.10 Joint Lubricant

Joint lubricant shall be supplied by the pipe manufacturer. Joint lubricant shall be

non-toxic, water-soluble, and certified to meet ANSI/NSF 61 Potable Water

Requirements.


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3.2.11 Polyethylene Encasement and Bond Breaker Ductile Iron Pipe shall be encased in polyethylene unless soils tests in accordance

with Appendix A of standard C105/21.5 (ANSI/AWWA), conducted by a

geotechnical engineer, indicates that corrosive soils are not present at the

proposed mainline extension location. The polyethylene encasement material shall

be manufactured in accordance with AWWA C105/A21.5, with the following

requirements: Polyethylene encasement shall either be linear low-density

polyethylene film with a minimum thickness of 8 mils or high density polyethylene

film with a minimum thickness of 4 mils. Flat tube material shall be used for pipe

and fitting encasement; flat sheet material shall be used for valve encasement. The

polyethylene encasement shall be installed in such a way that it shall prevent

contact between the pipe and the surrounding backfill and bedding material. The

raw material used to manufacture polyethylene film shall be Type 1, Class A,

Grade E1, in accordance with ASTM D1248. Enhanced polyethylene encasement

may be required in highly corrosive soil environments as identified by soils testing

in accordance with Appendix A of ANSI/AWWA C105/21.5.

3.3 Valves

The valves shall be the same size as the main and follow the guidelines set forth below:

3.3.1 Gate Valves Valves 4"-24" in size shall be resilient wedge gate valves with a working pressure of

250 psi. Body components shall be epoxy coated ductile iron or cast iron and shall

be manufactured in compliance with AWWA C509 or C515. Valves shall have non-

rising stems made of bronze in accordance with ASTM B 763. Valve wedge shall

be constructed of ductile iron and provided with protective wedge guide covers in

sizes 4"-24". All wedges shall be fully encapsulated with EPDM rubber.

Valve bodies shall be designed to allow for the lifting of the valves by the bonnet

flange, gland flanges, or other appurtenances. All internal and external ferrous

surfaces of the valve shall have a fusion-bonded epoxy coating, complying

with AWWA C550. End connections shall be mechanical joint. Mechanical joint

components shall be in accordance with AWWA C111 with tee-head bolts and

hexagon nuts fabricated from a high strength, low alloy steel including Star Blue

Bolts with fluoropolymer coating, 304 or 316 stainless steel. Valves shall be

capable of operating satisfactorily with bidirectional flows and shall provide zero

leakage past the seat. Acceptable gate valves shall be Mueller A-2360, Waterous

AFC-2500, or AVK Series 25. Valves shall have 2-inch operating nut with stem

seal consisting of two O-rings.


Page | 16

Direction of opening: All District valves are to open left (counterclockwise).

Valve openings shall be furnished and installed with valve boxes and covers in

accordance with Section 3.3.2.

The valve shall be structurally designed so that if excessive torque is applied to the

stem in the closing direction, with the disc seated, failure of the pressure retaining

parts does not occur. Stem failure under such conditions shall occur externally at

such a point as to enable the stem to be safely turned in the opening direction by

use of a pipe wrench.

3.3.2 Valve Boxes Valve boxes shall be Castings Inc CI500 Series or approved equal. All buried

valves shall be provided with a six-inch (6") cast iron (ASTM A48, Class 35B) valve

box, adjustable screw type with 17inch top section, variable extensions and 15inch

bottom and base; with minimum five-inch (5") diameter shaft and a cover marked

"Water”. The valve box shall be of a design which will not transmit shock or stress

to the valve and which shall have enough extension capability to be raised to final

street grade.

3.3.3 Air Release/Vacuum Valves Air Release/Vacuum Valves shall be sized by the engineer and manufactured by

ARI, Model No. D-040 Combination Air Valve and insulation boot. The valve shall

be designed and manufactured in accordance with AWWA C512. Valve shall have

reinforced nylon body and base, with a Foamed Polypropylene float and E.P.D.M.

rolling seal. Valve seats shall be Buna-N. The seat shall be fastened into the valve

cover, without distortion, and shall be easily removed, if necessary. Air

release/vacuum valves shall be installed at all high points in the system on any

main line extensions. A five (5') foot diameter manhole is required for this

installation. (See Combination Air Valve/Vac and Manhole Details C-01 and C-

020).

3.3.4 Butterfly Valves Butterfly valves may be permitted on line sizes 12” or larger on a case by case

basis with approval from the District. All butterfly valves shall comply with AWWA

C504 class 250B. Valve bodies shall be constructed of ductile iron in accordance

with ASTM A126, Class B or ASTM A536 Grade 65-45-12 and shall be coated in

accordance with AWWA C504. Valve discs shall have a 316 stainless steel edge

and shall be constructed with ASTM A48, Class 40 cast iron, ASTM A536, Grade

65-45-12 ductile iron, ASTM A436, Type 1 Alloy Cast Iron or Bronze in accordance

with AWWA C504. Shaft material shall be stainless steel, 18-8, Type 304 or 316.

http://www.arivalves.com/products/water-supply/item/d-040-combination-air-valve-barak


Page | 17

The seat material shall be NBR (acrylonitrile-Butadiene). End connections shall be

mechanical joint ends or flanged end, drilled to ANSI B16.1 Class 250 standards.

Valves shall be capable of operating satisfactorily with bidirectional flows and shall

provide zero leakage past the seat. Acceptable butterfly valves shall be Muller

Lineseal XP and XPII or approved equal.

Direction of opening: All District valves are to open left (counterclockwise).

Valve openings shall be furnished and installed with valve boxes and covers in

accordance with Section 4.3.2.

The valve shall be structurally designed so that if excessive torque is applied to the

stem in the closing direction, with the disc seated, failure of the pressure retaining

parts does not occur. Stem failure under such conditions shall occur externally at

such a point as to enable the stem to be safely turned in the opening direction by

use of a pipe wrench.

3.4 Fire Hydrants

Hydrants shall follow the guideline lines set forth below:

3.4.1 Fire Hydrants Fire hydrants shall be Mueller Centurion A423 Mountain Hydrant, unless otherwise

specified in writing by the local fire protection agency. Hydrants shall conform to

AWWA Standard C502 with a working pressure of 250 psi. The base provided

shall be a six-inch (6") mechanical joint inlet to accommodate 6 inch ductile iron

pipe complete with plain rubber gasket, gland, bolts, and nuts in accordance with

AWWA C111; minimum 5 1/4 inches barrel, main valve opening three way (two 2

1/2-inch hose nozzles, one 4 1/2-inch pump nozzle), compression-type main valve

that closes with pressure, nozzle threads ANSI B26. Nozzles must be easily

replaceable in the field with standard tools. Operating and cap nuts must be 1 1/2-

inch, Number 17 National Standard hex main valve that open to the left (counter-

clockwise). Exposed exterior surfaces below the ground line shall be coated with

asphalt varnish in accordance with AWWA C502. The interior of the hydrant shall

be coated with an epoxy coating in accordance with AWWA C502. Epoxy paint

shall be ANSI/NSF 61 approved. The hydrant shoe and connecting gland shall be

lined and coated with fusion-bonded epoxy in accordance with AWWA C116. An

arrow cast on top of hydrant shall indicate direction of opening. There shall be a

breakable section that permits clean break at or near ground level, preventing

water loss in case of breakage. Working parts must be removable for maintenance

or repair without excavation. The operating mechanism shall be non-wetting, oil

reservoir lubricated, with O-ring seals and dual bronze barrel drain valves mounted


Page | 18

with at least two (2) outlets, which operate automatically with main valve. Top of

Fire hydrant flange shall be set 6" above finished grade and flange elevation shall

be indicated on plans.

3.4.2 Fire Hydrant Extension Sections New Installations: The use of fire hydrant extension sections is prohibited on new

hydrant installations; all fire hydrants shall consist of a single solid shaft. . A new

installation is defined as a main extension within the two-year (2) warranty period.

Existing Fire Hydrants: No more than one (1), two-foot (2') long, fire hydrant grade

extension kit with centering spindle (extension section) compliant with the hydrant

specifications in 3.4.1 shall be used or installed on existing fire hydrant assemblies.

3.4.3 Guard Valves Hydrant guard valves shall be six inch (6”) diameter gate valves in accordance with

the requirements in Section 4.13.1.

3.4.4 Fire Hydrant Marker Flags All hydrants require a Nordic Fiberglass, Inc. Nordic Flexi Flag, FF2-72 inches. No

substitutions are permitted.

3.5 Marking Tape

Marking tape is required on all water mains. The tape shall meet the following

specifications:

(a) Five (5) mil thick Polyethylene material. (b) Solid "blue" color with black lettering.

(c) Six inches (6") in width.

3.6 Thrust Blocks and Anchors

3.6.1 General Requirements

Concrete thrust blocks and anchors shall be used in conjunction with mechanical joint restraints and shall be sized for the maximum operating pressure with a 50 psi surcharge and the soil bearing capacity. All thrust blocks shall be formed in accordance with the District's Specifications and Concrete Thrust Block Details C-03, C-04, and C-05. No thrust block shall be smaller than that size required for an eight-inch (8") main fitting. All fittings that require thrust blocks must include a bond breaker utilizing polyethylene encasement, per Section 3.2.10. All thrust block installations shall be inspected by the District’s inspector prior to backfill.

3.6.2 Concrete Material


Page | 19

(a) Source: All materials shall be furnished from sources agreed to by the

District and Engineer.

(b) Cement: ASTM C-150 for Portland Cement, Type II.

(c) Aggregate: All fine and course aggregate shall conform to ASTM C33.

(d) Water: Water used in mixing or curing concrete shall be potable water,

clean and free from deleterious substances, and free of oils, acids and

organic matter.

(e) Concrete reinforcement: Steel reinforcing bars shall be in accordance with

ASTM A 615, Grade 60.

3.6.3 Concrete Mix

Ready-mixed concrete shall be CDOT Class B or D, proportioned, mixed, and

transported in accordance with ASTM C94. Any concrete not plastic and workable

when it reaches the project shall be rejected.

Job mixed concrete shall be thoroughly mixed to combine aggregates, cement,

and water into a uniform mass. and shall contain approximately 5 ½ sacks of Type

II Portland cement per cubic yard and have a 28-day compressive strength of not

less than 4000 psi when molded and cured in accordance with ASTM C 31.

Maximum water/cement ratio 0.45-0.48. Maximum aggregate size ¾”, air content

5-7%, maximum 4” slump.

3.6.4 Form material

Forms may be made of wood (3/8” plywood) or other acceptable materials

approved by the District. Wooden forms shall be thoroughly wetted except in

freezing weather or a form release agent applied.

3.7 Precast Concrete Manholes and Vaults

3.7.1 General Requirements

Concrete: Minimum 28 day strength of 4,500 psi with a minimum of 560 pounds of

Type II Portland Cement (ASTM C150) per cubic yard of concrete, 3/4 inch

maximum size aggregate #67 (ASTM C33) and a water cement ratio not to exceed

0.48. Water in accordance with the requirements of ASTM C 94. Admixtures that

do not contain calcium chloride and are in accordance with ASTM C 494 for

concrete may be used. Admixtures shall be compatible with cement and other

admixtures.

Concrete reinforcement: Steel reinforcing bars in accordance with ASTM A 615,

Grade 60.

3.7.2 Manholes


Page | 20

Concrete, base, riser, conical top sections, flat slab tops, grade rings, and joint

sealants between manhole sections shall all be in accordance with ASTM C 478.

All concrete manhole components shall be precast, unless approved by the

District. The minimum wall thickness shall be 5 inches. In saturated or “wet areas”

a bitumastic coating, or approved equal waterproofing material, shall be applied to

the exterior of the manhole.

Lids, covers and slabs shall be designed for AASHTO HS-20 loading. Flat slab

tops shall be a minimum of 8 inches thick. The opening through a flat slab top shall

be a minimum of 36 inches in diameter. Manhole access opening shall be 24-inch

diameter. Rings and Covers shall be heavy duty castings ASTM A 536 or gray cast

iron per ASTM A 48. Manhole lid and frame shall be D&L A-1043 or approved

equal. Cover shall be waffle pattern stamped “WATER.”

3.7.3 Vaults

Precast concrete vaults shall comply with ASTM C 857. All vault sections shall be

precast, unless approved by the District. The minimum wall thickness shall be 5

inches. Lids, covers and slabs shall be designed for AASHTO HS-20 loading. Vault

roof slabs shall be a minimum of 8 inches thick and the opening through the roof

shall be a minimum of 36 inches in diameter. Precast vault walls shall be

connected together by a plate and bolt type arrangement. Precast walls shall be

appropriately secured to the floor slab.

3.7.4 Grade Beams

Grade beams shall be utilized on manhole installations on existing pipes or other

installations requiring an open bottom. Grade beams shall be appropriately sized

for the corresponding manhole diameter. For 5’ diameter manholes, Grade Beams

shall be eight feet long by 12” tall by 9” wide (8’ L x 12”T x 9” W) and shall be

precast concrete in conformance with ASTM C478.

3.7.5 Manhole and Vault Appurtenances

Steps: manhole & vault steps shall be ASTM-478, comprised of grade 60 deformed

rebar encased in a polypropylene copolymer plastic per ASTM D-14 01 with a

tread width of 14 inches. The steps shall be M.A. Industries No. PS2-PF or PS2-

PF-DF or equivalent. Steps shall be cast in place during manufacturing of the

manhole & vault sections, and shall be six inches (6") from face of wall. The

maximum distance from the rim of the manhole/vault to the top most step shall be

21 inches.

Joints: RUB’R-NEK or approved equal flexible gasket-type sealant of partially

vulcanized butyl rubber per ASTM C990-09, AASHTO M-198 75 1, placed in all


Page | 21

keyways between precast concrete adjusting ring and casting, individual precast

concrete adjusting rings, and precast concrete adjusting ring and cone joints. A

compatible primer or solvent as recommended by manufacturer of butyl base

material shall be used to prepare surfaces prior to application of butyl base

material and riser rings. Two gaskets shall be provided on inner and outer lip of

manhole or vault wall. For Manholes- the gasket shall have a minimum cross

sectional area equivalent to one inch (1”) in diameter for 48” diameter manholes.

Manholes larger than 48” require the use of 1 ½” diameter gaskets.

Pipe Penetrations: Penetrations through manhole risers and vault walls shall be

cored or cast-in. All water pipe penetrations in manholes and vaults require

modular mechanical seals with 316 stainless bolts, Link-Seal or equivalent. Utilize

one (1) seal for concrete thickness less than 8 inches and two (2) seals for

concrete 8 inch thick or greater. Install seals such that bolts are located on the

accessible side of the penetration.

3.8 Casing Materials and Spacers

Mains to be installed inside casings shall be installed with self-restraining casing spacers.

Casing spacers shall provide axial thrust restraint to prevent pipe joint deflection during

and after installation. They shall also provide dielectric insulation between the carrier pipe

and the casing and facilitate installation of the carrier pipe into the casing. See Waterline

Casing Detail C-12. Pipe casing shall be smooth wall welded steel ASTM A-53 Grade B

cylinder fabricated in accordance with AWWA C200. External loading shall be AASHTO

HS-20 highway or railroad loading plus jacking load, E-80 railroad loading. Casing joints

shall have ends beveled for field welding, be butt welded with complete joint penetration

welds around the entire circumference of the pipe, and be formed and accurately

manufactured so that when pipes are placed together and welded they form a continuous

casing with a smooth and uniform interior surface. Interlocking joints shall be Permalok

Interlocking Pipe Joining System.

Casing spacers shall be stainless steel, 2 piece bolt on style, minimum 14 gauge

thickness and a minimum length of 11”; casing spacers shall be installed every 6 (six) feet

of the pipeline to support the pipe barrel and the weight of its contents. The four runners

shall be 11 inches long at a minimum and manufactured of high abrasion resistant, low

coefficient of friction, glass filled polymer. Runner heights shall be set to center the carrier

pipe in the casing. Risers shall be 10 gauge maximum, and the coating shall be fusion-

bonded epoxy or heat fused PVC. Casing spacer models shall be Advance Products and

Systems, Inc. SI-12; Pipeline Seal and Insulator, Inc. C12G or approved equivalent.


Page | 22

Casing end seals shall be preformed and designed to prevent entry of water or loss of

material from casing. The end seals shall be made of 1/8 inch thick 60 durometer EPDM

or neoprene rubber held together with mastic strips to seal the edges. The seals shall

overlap the casing pipe by 2 inches and shall be held on with AISI 304L stainless steel

worm gear clamps. Casing end seals shall be Advance Products and Systems, Inc. AC

or AW; Pipeline Seal and Insulator, Inc. C or W; or approved equivalent.

3.9 Tracer Wire and Joint Bonding

Open Cut/Trenching Application:

Tracer wire shall be a *#10 AWG 0.1019” diameter copper conductor or copper clad steel insulated with a 30 mil, high-density, high molecular weight polyethylene (HDPE) insulation, blue in color, and rated for direct burial use at 30 volts.

Directional Drilling/Boring Application:

Tracer wire for directional drilling/boring shall be #10 AWG 0.1019” diameter copper conductor or copper clad steel, insulated with a 45 mil, high-density, high molecular weight polyethylene (HDPE) insulation, blue in color and rated for direct burial use at 30 volts.

Tracer wire grounding anode

Grounding anodes will be required at all dead end points to ensure that the electrical circuit is completed and allow for accurate locates. Anode must be 1.5lb drive in magnesium anode with HDPE cap and have a minimum of a #12 AWG wire pig tail meeting all tracer wirer specs. (See 3.10)

Tracer wire terminations/splicing/connections

Direct bury wire connectors – shall include two and 3 way lockable connectors or a three way lug connector specifically manufactured for use in underground trace wire installation. Connectors shall be dielectric silicon filled to seal out moisture and corrosion, and shall be installed in a manner so as to prevent any uninsulated wire exposure. All mainline trace wires must be interconnected in intersections, at mainline tees and mainline crosses. At tees, the three wires shall be joined using a single 3-way lockable connector. At Crosses, use of two 3-way connectors with a short jumper wire between them is an acceptable alternative. On locking friction fit, twist on or taped connectors are prohibited.

3.10 Automated Flushing Stations

Automated flushing stations, where permitted, shall be installed on dead end mains and

shall be Kupferle Eclipse 9800, Mueller Hydroguard HG-4, HG-8 or approved equivalent.


Page | 23

Flushing station shall be self-draining, suitable for use in cold climates, and have a

minimum bury depth of 7'. Flushing station shall include programmable operation, locking

mechanism to prevent tampering, and water meter assembly. Flushing stations shall

discharge to sanitary sewer, and shall include an approved backflow prevention device to

prevent cross contamination of the water system.

Page | 24

1 SECTION IV – PIPE INSTALLATION AND INSPECTION

4.1 Safety

Job site safety shall be the responsibility of the contractor. The District Inspector may

refuse to enter a jobsite if deemed unsafe by Occupational Health and Safety Act (OSHA)

standards. Failure to provide a safe jobsite may result in failure to conduct inspections.

4.2 Handling of Materials

Pipe and fittings shall be loaded and unloaded by lifting so as to avoid shock or damage.

Under no circumstances shall such material be dropped. If, however, any part of the pipe

is damaged, the replacement or repair of the damaged pipe shall be done to the

satisfaction of the District. Any pipe or fittings that are not acceptable to the District shall

be removed from the job site immediately. All pipe-handling equipment and pipe handling

methods shall be in accordance with the methods and equipment recommended by the

manufacturer.

Under NO circumstance shall forks be inserted into any pipe and or fitting.

Pipe Storage- Pipe shall be stored and handled in accordance with manufacturer’s

recommendations. Any pipe with UV degradation or bowing may be rejected by the

District Inspector. All pipe shall be stored with factory applied end caps intact.

4.3 Inspection

New installation, replacement, or repair of any existing facilities in the District’s distribution

system shall be inspected and approved by a District Inspector. The District Inspector

shall ensure that the provisions of the Specifications are carefully complied with,

particularly in regard to the quality of workmanship and materials. Problems that may

require field judgment, in lieu of strict interpretation of the Specifications, shall be resolved

by the Applicant to the satisfaction of the District Inspector.

All work shall be performed in accordance with accepted workmanship practices and the

Specifications set forth and referenced herein. Any work not accepted by the District

Inspector shall be redone until compliance with District Standard Specifications is

achieved.

All appropriate permits and approved construction plans shall be kept on the job site

during construction.

SECTION IV – PIPE INSTALLATION AND INSPECTION

Page | 25

The District Inspector shall not supervise, set out work, or give line or grade stakes. A

Representative of the Applicant shall be at the project site at all times that construction is

in progress. The District Inspector shall discuss the work with the Applicant or Applicant’s

Representative only. Only the Applicant will give instructions to the project workers. If, at

any time during construction, it is found that the Applicant’s Representative is not on the

project site, the District Inspector may stop work until the Applicant’s Representative is

present at the project.

All material used shall be subject to the inspection and approval of the District Inspector

at all times. The District Inspector has the right to perform any testing deemed necessary

to ensure compliance of the material with said Specifications. Failure on the part of the

District Inspector to condemn or reject inferior materials, or work, shall not be construed

to imply the District’s acceptance should their inferiority become evident at any time prior

to completion of a TWO-YEAR (2) warranty period from the date of “Construction

Acceptance.” Materials rejected by the District Inspector shall be immediately removed

from the job site.

No construction shall commence sooner than three (3) business days after receipt of

approved plans.

4.4 Inspection and Preparation of Pipe and Fittings

Before placing pipe in the trench, each pipe or fitting shall be thoroughly cleaned of all

foreign material, kept clean at all times thereafter, and carefully examined for cracks and

other defects before installation. Bell ends and spigot ends are to be free of defects.

Following the inspection, end caps shall be replaced prior to placing the pipe in the

trench.

All lumps, blisters and excess coatings shall be removed from the pipe and fitting, and the

outside of the spigot and the inside of the bell shall be wiped clean, dry and free from oil

and grease before the pipe or fitting is installed. Dirt and any other foreign material must

be removed from the barrel of the pipe before installation.

4.5 Cutting and Fitting of Pipe

Pipe shall be cut in accordance with manufacturer's recommendations, whenever

necessary, to conform to location of fittings, line, or grade. All cuts, when required, shall

be straight, true and beveled and may be made with plastic pipe cutters or completed per

the DIPRA Guidelines for Field Welding and Cutting Ductile Iron Pipe (August 2015). All

burrs shall be removed from the ends of cut pipe and the ends of the pipe lightly rasped

or filed.


Page | 26

4.6 Pipe Joints

All pipe joints shall be uniform and smooth transitions shall exist from joint to joint or

fitting.

4.7 Pipe Alignment and Grade

Fittings, valves, and hydrants shall be installed at staked locations and elevations; spigots

centered in bells; and all valve and hydrant stems plumb. The depth of cover over pipe,

measured from finished grade to top of pipe, shall be a minimum of 7 feet. For main

installations, a surveyor under the guidance of a Professional Land Surveyor registered in

the State of Colorado shall set stakes for alignment and grade.

When installing pipe on horizontal or vertical curves, the intent is to install to the staked

alignment. The pipe shall be kept in alignment by installing bends on the curve or

deflecting the pipe at each joint. Pipe shall be assembled in a straight line both

horizontally or vertically prior to deflection. Degree of deflection must be field verified

prior to backfill and noted in Record Drawings.

Pipe shall be installed with the bell ends facing in the direction of installation, unless

directed otherwise by the District. Where pipe is to be installed on a grade of 10 percent

(%) or greater, the installation shall start at the bottom and shall proceed upward with the

bell ends of the pipe up grade.

4.8 Temporary Plugs

Whenever the pipe is left unattended, temporary plugs shall be installed at all openings.

Temporary plugs shall be designed to prevent water, debris, children, and animals from

entering the pipe. The Contractor shall provide all temporary plugs. The temporary plug

shall be secured in a fashion that it cannot be lost in the pipeline.

4.9 Frost

No pipe or appurtenant structure shall be installed upon a foundation into which frost has

penetrated, or if at any time there is danger of ice formation. No pipe or appurtenant

structure shall be installed unless backfilling can be completed before the formation of ice

and frost.

4.10 Lowering of Material into Trench

Proper implements, tools and facilities satisfactory to the District shall be provided and

used by the Contractor for the safe and convenient performance of the work. All pipe,


Page | 27

fittings, valves, and hydrants shall be carefully lowered into the trench piece by piece by

means of suitable tools or equipment, in such a manner as to prevent damage to main

materials and their protective coatings and linings. Under no circumstances shall main

materials be dropped or dumped into the trench.

If damage occurs to any pipe, fitting, valves, hydrants or water main accessories in

handling, the District inspector may reject damaged material at their sole discretion.

4.11 Installation of Pipe

4.11.1 General

Factory applied end caps shall remain installed on the pipe while it is being placed

in the trench to prevent foreign material from entering the pipe. The end cap shall

be left in place until the connection is to be made to the adjacent pipe. During

installation operations, no debris, tools, clothing or other foreign materials shall be

placed in the pipe.

As each length of pipe is placed in the trench, the spigot end shall be centered in

the bell and the pipe inserted to the manufacturer’s recommended depth with a

slow steady pressure without jerky or jolting movements and brought to correct line

and grade. The pipe shall be secured in place with bedding material tamped under

it, except at the bells. Precautions shall be taken to prevent dirt from entering the

joint space. No wooded blocking shall be left at any point under the pipeline. All

pipe joints shall be uniform and smooth transitions shall exist from joint to joint or

fitting.

4.11.2 Ductile Iron Pipe

(a) Push-On Joint

The inside of the bell, the outside of the spigot end, and the rubber gasket shall be

thoroughly cleaned to remove oil, grit, excess coating, and other foreign matter.

The rubber gasket shall be flexed inward and inserted into the gasket recess of the

bell socket. NSF-61 approved gasket lubricant shall be applied to the inside face of

the gasket and the spigot end of the pipe, per the manufacturer’s recommendation.

The spigot end of the pipe shall be placed in the bell end with care to prevent the

joint from contacting the ground. Pipe furnished without a depth mark on the spigot

end shall be marked before assembly to ensure insertion to the manufacturer’s

recommended depth. The pipe shall be kept in straight alignment and the joint

shall be completed by inserting the pipe to the manufacturer’s recommended depth

with a slow, steady pressure by using a long pry bar, jack, lever puller, or backhoe


Page | 28

bucket. A timber header should be used between the pipe and the jack or backhoe

bucket to avoid damage to the pipe.

Upon completion of joining push-on joint pipe, an inspection shall be made to

ensure that the gasket is correctly aligned in the gasket recess of the bell socket

and not twisted or turned.

Joint bonding is to be provided at all push on joints using integral tabs on new pipe,

or Cadweld where necessary. All joints shall have a Cadweld installed using a

number four (4) gauge solid copper wire or the manufacturer's provided bonding

strap. Cadwelds shall be installed in accordance with the manufacturer's

recommended application/procedure.

(b) Mechanical Joint Fittings and Pipe

Before joining mechanical joint ductile iron fittings to cast iron, ductile iron, or PVC

pipe, the outside of the spigot, the inside of the bell and the rubber gasket shall be

thoroughly cleaned to remove oil, grit, excess coating, and other foreign matter. The

rubber gasket shall be flexed inward and inserted into the gasket recess of the bell

socket. NSF-61 approved gasket lubricant shall be applied to the inside face of the

gasket and the spigot end of the pipe, per the manufacturer’s recommendation.

The ductile iron gland shall be slipped on the spigot end of the pipe with the lip

extension of the gland toward the socket, or bell end. The rubber gasket shall be

placed on the spigot end with the thick edge toward the gland.

The pipe shall be pushed in to the bell to the manufacturer’s recommended depth.

The gasket shall then be pressed into place within the bell evenly around the entire

joint. The ductile iron gland shall be moved along the pipe into position for bolting;

the bolts inserted and the nuts screwed finger tight, then tightened with a torque-

limiting wrench. Torque for the various sizes of bolts shall be as follows:

Table C-2: Torque and Bolt Size

Pipe Diameter (inches)

Bolt Size (inches) Range of Torque

(Foot-Pounds)

4 - 24 5/8” 75 - 90

30 - 36 3/4” 100 – 120

Nuts spaced 180 degrees apart shall be tightened alternately in order to produce

equal pressure on all parts of the gland.


Page | 29

(c) Marking Tape

The installation of blue marking tape is required on all water mains and service

lines. The tape shall be installed approximately 24-inches (24") above the main or

line. The tape shall meet the specifications listed in 3.5.

4.12 Installation of Valves

Valves shall be handled in such a manner as to prevent any injury or damage. All joints

shall be thoroughly cleaned before installation.

Valves shall be set and joined to the pipe in the manner previously specified for cleaning,

installing and joining push-on and mechanical joint pipe. Valves shall be set in such a

manner that the valve stems are plumb. Valves shall be wrapped with polyethylene

encasement material in accordance with 3.2.10.

8-inch and larger valves should be provided with support, crushed stone or a thoroughly

tamped trench bottom (95% Standard Proctor Density per AASHTO T99).

Valves shall be operated prior to installation to ensure good operating condition.

4.12.1 Valve Box Installation

A valve box shall be provided for every valve. The valve box shall not transmit

shock or stress to the valve, and shall be centered and plumb over the operating

nut of the valve, with the box cover set to the required elevation. It will be the

responsibility of the Applicant to insure that valve boxes are plumb and raised to

finish grade elevation.

4.12.2 Installation of Fittings All buried fittings in the system shall be mechanical joint applications and joined

per 4.11-2b.

4.13 Fire Hydrants

4.13.1 Installation

Fire Hydrants shall be installed in conformance with drawing C-08. The location of

all hydrants shall be staked. Final location and grade shall be in accordance with

the approved drawings and care shall be taken to set hydrant grade-line marking at

the finished grade elevation. Offset stakes not farther than 12 feet from the fire

hydrant are acceptable. All hydrants shall stand plumb.

Each hydrant shall be connected to the main by a six-inch (6") branch line. An

independent six-inch (6") gate valve shall be installed on the tee off of the water


Page | 30

main. The six-inch (6") branch line servicing the fire hydrant shall not be longer

than 50 feet. If the length of the branch line extends beyond 50 feet, an eight-inch

(8") main with an eight-inch (8") by six-inch (6") concentric reducer shall be used

from the main until a point 50 feet from the hydrant is reached. At that point, a six-

inch (6") branch line may be extended to the fire hydrant.

No service line connections shall be installed between the fire hydrant and the fire

hydrant guard valve, or anywhere on the six-inch (6") branch line servicing the fire

hydrant.

4.13.2 Anchorage

The shoe of each hydrant shall be well braced against the un-excavated earth at

the end of the trench with a concrete thrust block. Care shall be taken not to cover

the weep holes with concrete and bond breaker shall be installed between the

concrete thrust block and the hydrant. Hydrants and branch lines shall be wrapped

with polyethylene encasement material in accordance with 3.2.10. The bottom of

the hydrant bowl and the hydrant valve shall be supported with minimum 18 x 8 x

4- inch precast concrete blocking slabs or a District approved equal. The hydrant

assembly shall require megalug or other approved joint restraints.

4.13.3 Drainage

Wherever a hydrant is set, drainage shall be provided at the base of the hydrant by

placing approved rock material from the bottom of the trench, to at least 12 inches

above the barrel flange of the hydrant, as shown on the typical fire hydrant detail.

The minimum distance from the bottom of the trench to the bottom of the hydrant

elbow shall be six inches (6"). The minimum of approved uniformly graded gravel,

cobble, or crushed rock placed therein shall be 1 cubic yard.

4.13.4 Clearances

The minimum clearances around all fire hydrants shall be: ten feet (10') in the

front, seven feet (7') on the sides, four feet (4') on the back, and 20 feet above.

4.13.5 Operation of Fire Hydrant

The required operational position of a fire hydrant is either fully opened or fully

closed. The guard valve shall control any restriction of flow. The restriction of flow,

through a fire hydrant, by means of the "operating nut" is strictly prohibited.


Page | 31

4.14 Thrust Blocks and Anchors

4.14.1 Installation

Thrust blocks and/or anchors shall be constructed at all bends, tees, plugs, fire

hydrants, and fittings that require reaction support due to unbalanced line thrust.

Thrust blocks are to be used in addition to joint restraint. Care shall be taken not to

block outlet or to cover bolts, nuts, clamps, or other fittings or to make them

inaccessible. Wrap fittings with polyethylene prior to pouring thrust blocks so that

concrete does not come in contact with the joint bolts. Thrust blocks shall be

installed so all joints are accessible. Bearing surface areas are minimum areas to

bear against the undisturbed trench wall. In every instance, the thrust block or

anchor shall bear against undisturbed earth or compacted structural fill.

All debris, water or ice shall be removed from the place to be occupied by the

concrete. Concrete shall not be placed on frozen subgrade.

4.14.2 Form Work for Thrust Blocks and Anchors

All concrete thrust blocks and anchors shall be formed. Refer to Concrete Thrust

Block details C-03, C-04 and C-05 and Anchor Detail C-10. A plastic bond-breaker

must be provided around all portions of the main to keep concrete from adhering to

pipe and fittings.

No thrust block shall be smaller than that size required for an eight-inch (8") main

fitting.

4.14.3 Concrete and Curing Time

Thrust block and anchor block concrete shall be per Materials Specification

Section 3.6.

Minimum curing time prior to line pressurization for concrete thrust blocks and

anchors regardless of additives shall be 36 hours for placed concrete containing

two (2) cubic yards or less, 48 hours for placed concrete containing more than two

(2) cubic yards but less than six (6) cubic yards, and 72 hours for placed concrete

containing more than six (6) cubic yards but less than 12 cubic yards. Protect

against loss of moisture, rapid temperature change, from rain, and flowing water

for not less than curing time from the placement of the concrete.

No water main will be charged or pressurized without the approval of the District.

All thrust blocks and anchors must meet the minimum curing time.


Page | 32

4.14.4 Compaction of Fill Over Thrust Blocks and Anchors

Backfill may be placed over thrust blocks and anchors once the surface has set

sufficiently to resist the weight of the backfill and compaction.

4.14.5 Mechanical Joint Restraints

Mechanical Joint Restraints (Megalugs or approved equal) shall be used in

conjunction with all thrust blocks as described in Section 4.11.2b.

4.15 Air Vac Vaults

The installation of Air Vac Vaults shall be in conformance with Details C-01 and/or C-02.

All dimensions, locations and elevations shall be coordinated and submitted by the

Applicant and Contractor and meet the District requirements.

4.16 Tie in to the District System

4.16.1 Tie-ins

Tie-ins shall be inspected and approved by the District. Under no circumstances

shall a non-disinfected main, which cannot be isolated, be tied into an existing

distribution main in service.

4.16.2 Tapping Existing Mains

(a) Main Line Tie-ins: Unless otherwise approved by the District, all main line tie-

ins shall be made by means of a tee.

(b) Service Taps/Stubouts: During new main line construction, service line stubouts

and service line taps may only be installed by the Contractor after hydrostatic

pressure and bacteriological tests have been completed and approved by the

District. Stubouts shall terminate at the curb stop valve. Curb stop valves shall

be installed at the property line or edge of easement. The minimum separation

distance between service line taps on the main shall be 18 inches. No service

line “dry taps” are allowed. Service line “wet taps” will only be allowed after the

line has passed the entire District required inspections and tests. The main line

Contractor shall perform “wet taps” on all newly constructed lines. Water taps

shall be made above the spring line of pipe. Spring line is defined as the

horizontal mid-line of any main line.

All tees/taps shall be witnessed and approved by the District. Any tap

preformed without a District inspection and approval shall be considered "illegal

system tampering" and subject to a one thousand dollar ($1,000) fine.


Page | 33

4.16.3 Service Stub Outs

When Water Service Stub Outs are installed in conjunction with the installation of

the Water Main, the stub out shall be valved off and plugged, water tight, with a

valve box, the top of which is installed at the ground surface, and located by a

surveyor. A copy of the lot plan showing the Stub Out locations shall be provided

to the District for inspection and location verification. Electronic survey points shall

be provided to the District in a format compatible with the District’s GIS mapping

system as described in Article IX. Stub Outs shall not be buried prior to inspection

by the District.

4.16.4 Operation of Valves

When tying in to the District system, it may be necessary to operate existing

District valves. Only District personnel will operate valves on the District system.

The Contractor shall give the District Inspector 48 hours’ notice to arrange for

operating valves. Both the Contractor and the District Representative shall be

present when the valves are operated.

4.16.5 Interruption of Service

Installation of a connection that will require closing existing valves may cause an

interruption of water service to existing District customers. The Contractor shall

coordinate all shut downs at least one week in advance with the District Inspector.

The Contractor will be responsible to furnish the District all necessary information

as to the date and time that the interruption will begin and the total time required to

complete the installation.

Notification: The District will deliver written notice to all affected customers at least

48 hours prior to the proposed shut down. The notice shall state the date, time,

and probable duration of shutdown, the name and telephone number of the

Contractor, District, and District Inspector.

The local fire department for the affected area will also be notified 48 hours in

advance. A description of the boundaries of the affected area and the location of all

fire hydrants in that area will be provided to the fire department.

If, in the process of installing a connection, there exists an industry or building in

the area that cannot be out of water, such as a hospital, or other special

customers, appropriate means shall be taken to provide and convey water. The

District shall approve water conveyance in writing.


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The District reserves the right to schedule water system shut downs that will

provide the least inconvenience to the general public.

Tie-In Procedures: Water line tie-in trenches shall be excavated on the day prior to

shutdown unless otherwise approved by the District Inspector. The pre-excavated

tie-in trench shall be shored and covered with a steel plate to provide temporary

surfacing. All required pipeline tie-in materials shall be delivered to the site prior to

the shutdown.

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2 SECTION V – TESTING AND ACCEPTANCE


The following procedures shall apply to all main extensions within the District service

area. Pipe extensions shall be chlorinated in accordance with AWWA C600 and C651

Standard for Disinfecting Water Mains, most recent version.

Immediately after main line installation, the Contractor, in the presence of a District

inspector, shall conduct a High Chlorine Test, a Low Chlorine Test, two Bacteriological

Tests twenty four (24) hours apart, and then a pressure test of the main line to ensure that

the line is not leaking. No more than 1,000 feet of line shall be tested at one time. If it is

discovered that the main line is leaking, it shall be the responsibility of the Applicant to

make all necessary repairs and retest the main line. No tap shall be made on to the main

line until Construction Acceptance has been granted for the main.

The specific tests required by the District are listed on the "Water System Acceptance

Procedure Form”. The form is available in Section VII.

Before the end of the TWO-YEAR (2) warranty period, the District will sound, an acoustical

method of leak detection, the main line at working pressure to ensure that the main line is

not leaking. The cost of this testing will be borne by the District. If it is discovered that the

main line is leaking, it will be the responsibility of the Applicant to make all necessary

repairs and retest the main line and services to the curb stops in the presence of a District

Inspector.

5.2 Disinfection

Disinfecting by chlorination of the pipe shall be performed prior to acceptance by the

District. Before beginning the disinfection process, the pipe shall be clean and free of

debris to the satisfaction of the District. The chlorinating agent, and method of

application, shall be in accordance with AWWA C651. The Contractor shall provide all

material for disinfecting of water mains.

Calcium hypochlorite granules shall be placed at the upstream end of the first section of

pipe, at the upstream end of each branch main, and at 500-foot intervals. The quantity

of granules shall be as shown in the table below.

The District does not allow the use of calcium hypochlorite tablets due to the cold water

and the time it takes to completely dissolve the tablets.

SECTION V – TESTING AND ACCEPTANCE

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TABLE C-3: Calcium Hypochlorite Granules

To be placed at the beginning of main and at each 500-foot interval.

Pipe Diameter Ounces

6" 3.8

8" 6.7

10" 10.5

12” 15.1

14" and larger D2 x 15.1* *D = diameter in feet

After the pipe is filled with water and chlorine, the chlorinated water shall be held in

contact with the pipe for 24 hours or if the water temperature is less than 41°F, the

chlorinated water shall remain in the pipe for at least 48 hours. A detectable free

chlorine residual (≥0.2 mg/L) shall be found at each sampling point after the 24 or 48

hour period. The pipeline shall then be thoroughly flushed to remove the heavily

chlorinated water and/or debris. Care shall be taken in flushing the pipeline to prevent

property damage and danger to the public. Discharge of highly chlorinated water shall

not be released directly to any stream, watercourse or sanitary sewer. The environment

to which the chlorinated water is to be discharge shall be inspected. If there is any

possibility that the chlorinated discharge will cause damage to the environment, sodium

thiosulfate shall be applied to the water to be wasted to neutralize the residual chlorine.

Refer to ANSI/AWWA C655 Field Dechlorination for dechlorination procedures if

required.

After chlorination, the water shall be flushed from the line at its extremity until the

replacement water is equal, chemically and bacteriologically to those of the permanent

source of supply (shall be between 0.2 mg/L and 1.0 mg/L residual chlorine).

After flushing and an acceptable chlorine residual is recorded in the new main, a set of

bacteriological samples shall be collected from every 1,000 feet of the new water main,

plus one set from the end of the line and at least one set from each branch. The

samples will be deposited in the laboratory for a 24-hour incubation period. If the results

from the first set of bacteriological samples indicate no biological activity, a second set

from the same locations shall be collected. If the second set of samples also shows no

bacteriological activity, the line is considered to be disinfected. Testing of residual

chlorine and bacteriological sampling and testing will be done by the District.

If the initial disinfection fails to produce satisfactory bacteriological results, the new main

shall be re-flushed and shall be re-sampled. If check samples also fail to produce


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acceptable results, the main shall be re-chlorinated until satisfactory results are

obtained. The re-sampling and disinfection will be performed at the developer’s

expense.

If the “continuous feed method” or the “slug method” of chlorination is used, the

Contractor is to provide the written procedure to the District Inspector for acceptance of

the method at least 48 hours prior to starting the work.

No main, which has been disinfected and flushed, shall stand stagnant for more than

15 days without being re-flushed and a new disinfecting test performed, passed, and

approved by the District.

5.3 Hydrostatic Pressure Testing

5.3.1 General

Contractor shall conduct pressure and leakage tests on all newly installed main

in the presence of a District Inspector per AWWA 600, 604, and 605 for ductile

iron, steel and PVC pipe respectively. Test sections shall not exceed 1,000 feet,

unless approved by the District Inspector.

Contractor shall furnish the following equipment and materials for tests, unless

otherwise directed by the District Inspector:

(a) Two (2): Five (5) Gallon Buckets

(b) Two (2): Pressure gauges, with maximum five (5) psi increments

(c) One (1): Suitable pump, hose, and suction pipe as required

5.3.2 Testing Procedure

Following the installation of any new main, pipe shall be partially backfilled leaving

all fittings, valves, hydrants, and joints exposed for examination of leaks. Pressure

test shall not be conducted until minimum concrete cure time for thrust blocks and

anchors has occurred in accordance with Section 4.14.3. The test section shall be

slowly filled with water to completely expel any trapped air through valves or

additional corporation stops at high points as needed. Following air removal, the

pipe shall be held at operating pressure to stabilize any line movement that may

occur after installation under pressurization. Once the inspector has verified

stabilization and examined the pipe for initial leaks, pipe may be pressurized to

testing pressure. Refer to pipe material specific AWWA procedure (600, 604, and

605) and table below for hydro static testing pressure. The specified test pressure

shall be 1.5 times greater than the working pressure of the pipe, not to exceed a

maximum of 250 psi corresponding to pressure at the lowest elevation of the

system. Hydrostatic testing pressure of steel pipe requires verification and


Page | 38

approval by the inspector. Test pressure must be maintained within a plus or minus

5 psi variance for a two (2) hour duration by adding makeup water to the pipe. The

amount of makeup water shall be accurately measured and shall not exceed the

maximum allowable as shown in material-specific tables of AWWA 600, 604, and

605. Acceptance of mains is addressed in Section 5.4.

5.4 Acceptance and Release for Taps

A new main shall be accepted by the District and released for taps when Construction

Acceptance has been achieved. Construction Acceptance procedures and requirements

are detailed in the Rules and Regulations, Article IX.

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3 SECTION VI – STANDARD FORMS AND DETAILS

Form 6.1: Pre-Construction Checklist for Water Mainline Installations

Form 6.2: Water System Acceptance Procedure

Form 6.3: Bill of Sale – Water Main

Form 6.4: Water Easement – Eagle River Water & Sanitation District

Form 6.5: Water Easement – Upper Eagle Regional Water Authority

Form 6.6: Lender’s Consent

C-01: Combination Air Valve/Vacuum Valve + Manhole

C-02: Combination Air Valve/Vacuum Valve + Manhole (High Groundwater)

C-03: Concrete Thrust Blocks

C-04: Parallel Bends

C-05: Vertical Thrust Block

C-06: Tee Detail

C-07: 90° Cross Detail

C-08: Fire Hydrant Assembly

C-09: Gate Valve and Box Assembly

C-10 Anchor Block Cutoff Collar

C-11: Groundwater Barrier

C-12: Waterline Casing Detail

C-13: Polyethylene Wrap

C-14: Minimum Cover and Culvert Crossing Insulation Detail

C-15: Easement Width Detail

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Form 6.1: Pre-Construction Checklist for Water Mainline Installations

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Form 6.2: Water System Acceptance Procedure

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Form 6.3: Bill of Sale – Water Main

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Form 6.4: Water Easement – Eagle River Water & Sanitation District

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Form 6.5: Water Easement – Upper Eagle Regional Water Authority

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Form 6.6: Lender’s Consent

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C-01: Combination Air Valve/Vacuum Valve + Manhole

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C-02: Combination Air Valve/Vacuum Valve + Manhole (High Groundwater)

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C-03: Concrete Thrust Blocks

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C-04: Parallel Bends

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C-05: Vertical Thrust Block

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C-06: Tee Detail

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C-07: 90° Cross Detail

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C-08: Fire Hydrant Assembly

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C-09: Gate Valve and Box Assembly

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C-10 Anchor Block Cutoff Collar

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C-11: Groundwater Barrier

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C-12: Waterline Casing Detail

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C-13: Polyethylene Wrap

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C-14: Minimum Cover and Culvert Crossing Insulation Detail

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C-15: Easement Width Detail

appendix c lowering of material into trench ..... 26 4.11 installation of pipe..... 27 4.12...

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